National Evaluation Service, Inc.

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1 National Evaluation Service, Inc Leesburg Pike, Suite 600, Falls Church, Virginia Phone: 703/ Fax: 703/ NATIONAL EVALUATION REPORT Report No. NER-532 Re-Issued June 1, 2002 Revision A July 1, 2003 DIVISION 06 WOOD AND PLASTICS Section Wood and Plastic Fastenings REPORT HOLDER: UNITED STEEL PRODUCTS COMPANY, INC. 703 ROGERS DRIVE MONTGOMERY, MN info@uspconnectors.com EVALUATION SUBJECT: USP LUMBER CONNECTORS HTHJ, GTU, BN, HGA, KCBQ, KCCQ AND KECCQ Page 1 of 11 Copyright 2003, National Evaluation Service, Inc. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independent tests were performed by the National Evaluation Service, Inc. (NES), and NES specifically does not make any warranty, either expressed or implied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein.

2 Page 2 of 11 NATIONAL EVALUATION SERVICE, INC. Copyright 2003 NES Product Evaluation Listing 1.0 SUBJECT USP Lumber Connectors: 1.1 HTHJ Series 1.2 GTU Series 1.3 BN Series 1.4 HGA Series 1.5 KCBQ Series 1.6 KCCQ and KECCQ Series 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Structural connection for wood construction 1.0 SUBJECT 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 3.0 DESCRIPTION 4.0 INSTALLATION 5.0 IDENTIFICATION 6.0 EVIDENCE SUBMITTED 7.0 CONDITIONS OF USE 3.0 DESCRIPTION 3.1 Models HTHJ Series: Truss Hip & Jack Connector Reversible are formed from 18 gauge galvanized sheet steel conforming to ASTM A 653 Structural Grade 33. The minimum yield strength is 33 ksi ( MPa) and the minimum tensile strength is 45 ksi ( MPa). See Figure 1 and Table GTU Series: Girder Hanger (Heavy) manufactured from 7 gauge hot rolled steel plate conforming to ASTM A 36. The minimum yield strength is 36 ksi ( MPa) and the minimum tensile strength is 58 ksi ( MPa). Connector is welded with 3/16 inch (4.76 mm) fillet welds, E60XX electrodes. See Figure 2 and Table BN Series: Breakfast Nook hangers are fabricated from No. 14 gauge, ASTM A 1011 Grade 33 Hot Rolled steel, with a minimum yield strength of Fy = 33 ksi ( MPa) and a minimum ultimate strength Fu = 52 ksi ( MPa). The BN connectors are designed to connect four set of mono-trusses or other woodframing members in the traditional breakfast nook configuration. Connector is welded with 1/8 inch (3.18 mm) fillet welds, E60XX electrodes. See Figure 3 and Table HGA Series: HGA10 and HGAM10 Framing Angles are fabricated from No. 14 gauge ASTM A 653 SQ Grade 33 G60 galvanized steel, with a minimum yield strength of Fy = 33 ksi (227.53MPa), and minimum ultimate tensile strength of Fu = 45 ksi ( MPa). The HGA10 connectors are designed to connect woodframing members together and the HGAM10 is designed to connect wood-framing members to concrete or masonry. The connectors are pre-punched for installation with 1/4 inch (6.35 mm) nominal wood screws (WS2 or WS15) manufactured by USPC or concrete/masonry screws that are provided with each connector. See Figure 4 and Table KCBQ Series: KCBQ Column Bases are fabricated from No. 7 gauge ASTM A653 SS Grade 33 G60 galvanized steel with a minimum yield strength of Fy = 33 ksi ( MPa) and a minimum ultimate strength of Fu = 45 ksi ( MPa). The column base connectors are embedded into concrete up to th base plate with minimum embedment depth and concrete cover as specified in load table. They are designed to provide support for column posts, utilizing 1/4 inch (6.35 mm) nominal diameter wood screws (WS2) manufactured by USPC. The connection consists of a strap formed into a U-shape with a solid base located between the upstanding legs. See Figure 5 and Table 5. Re-Issued June 1, 2002 Revision A July 1, 2003 back to the NES home page KCCQ and KECCQ Series: The KCCQ and KECCQ Column Caps are fabricated from No. 7 gauge ASTM A 570 Grade 33 hot-rolled steel with a minimum yield strength of Fy = 33 ksi ( MPa) and a minimum ultimate strength of Fu = 52 ksi ( MPa) and NO. 3 gauge ASTM A 36 hot rolled steel with a minimum yield strength of 36 ksi ( MPa) and a minimum ultimate strength of 58 ksi ( MPa). The column cap connectors are painted subsequent to fabrication. They are designed to connect column posts to beams, utilizing 1/4 inch (6.35 mm) nominal diameter wood screws (WS3) manufactured by USPC. The connection consists fo a U-shaped formed plate welded to two vertical straps with 3/16 inch (4.76 mm) fillet welds, E60XX electrodes. See Figure 6 and Table 6.

3 Page 3 of 11 NATIONAL EVALUATION SERVICE, INC. Copyright, 2003 NES Product Evaluation Listing 1.0 SUBJECT 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 3.0 DESCRIPTION 4.0 INSTALLATION 5.0 IDENTIFICATION 6.0 EVIDENCE SUBMITTED 7.0 CONDITIONS OF USE 3.2 Design The design of the connected wood members shall be submitted to and acceptable to the local code official. Tabulated design loads for the connectors are based on the lowest load obtained from comparing:! least test load that causes 1/8 inch (3.18 mm) deflection.! lowest ultimate test load with a safety factor of 3.! allowable fasteners and compression perpendicular-to-grain values in accordance with the 1997 AFPA National Design Specification for Wood Construction, based on wood with a specific gravity of 0.55.! rational analysis for non-gravity resisting fasteners, which are not load tested. The connected wood member shall be designed for the design loads. Allowable values are for connections in wood seasoned to a moisture content of 19 percent or less and used under continuously dry conditions. For connections in wood that is unseasoned or partially seasoned, the allowable loads in this report shall be multiplied by the moisture content factor, CM, specified in the applicable building code. 4.0 INSTALLATION 4.1 General USP Lumber Connectors shall be installed in accordance with the manufacturer's published installation instructions. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. The instructions within this report govern if there are any conflicts between the manufacturer's published installation instructions and this report. 4.2 Design Tabular load capacities are based on wood with a minimum specific gravity of 0.55 for GTU Series and 0.50 for HTHJ Series and a moisture content less than 19 percent. Tabulated allowable design loads are for loads of normal duration. Adjustments to these values shall be permitted for other durations of loading, i.e. plus 15 percent for two months duration (snow), or plus 33 percent for wind or seismic. Tabulated allowable design loads shall be reduced 10 percent for design load durations longer than 10 years. The resulting allowable design load after adjustment shall not exceed the maximum design load shown in the tables. 5.0 IDENTIFICATION Each of the USP Lumber Connectors covered by this report shall be labeled with the manufacturer s name/and or trademark, series designation and this National Evaluation Service evaluation report number, NER EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, shop drawings, Mill order certificates from Thyssen Steel Group and Quality Control Manual, July 17, Re-Issued June 1, 2002 Revision A July 1, 2003 back to the NES home page 6.2 HTHJ Series: Engineering calculations for design capacities, Hughes Manufacturing, Inc., March 25, 1997, signed and sealed by Thomas F. Devening, P.E Test report under ASTM D 1761, testing conducted at Hughes Manufacturing, Inc., March 11, 1997, witnessed by Thomas F. Devening, P.E. 6.3 GTU Series: Engineering calculations for design capacities, Hughes Manufacturing, Inc., March 5, 1997, signed and sealed by Thomas F. Devening, P.E Test reports under ASTM D 1761, Crump Engineering, Inc., June 1, 1994, CE Job NO , signed and sealed by Manual R. Linares, III, P.E. The HSU Series connectors are covered in pages

4 Page 4 of 11 NATIONAL EVALUATION SERVICE, INC. Copyright, 2003 NES Product Evaluation Listing 1.0 SUBJECT 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 3.0 DESCRIPTION 4.0 INSTALLATION 5.0 IDENTIFICATION 6.0 EVIDENCE SUBMITTED 7.0 CONDITIONS OF USE 6.4 Engineering calculations and load tables in accordance with the 1997 NDS, January 2, 2001, signed and sealed by Thomas A. Kolden, P.E. 6.5 BN Series: Engineering calculations for design capacities, United Steel Products Company, May 13, 2002, signed and sealed by Thomas A. Kolden, P.E Test reports under ASTM D 1761, Stork Twin City Testing Corporation, Project No , September 27, 2001, signed by Scott W. Britzius and Derrick J. Swanson, P.E. 6.6 HGA Series: Engineering calculations for design capacities, United Steel Products Company, May 9, 2002, Revised November 6, 2002, signed and sealed by Thomas A. Kolden, P.E Test report under ASTM D 1761, HGA 10, Stork Twin City Testing Corporation, Project No , February 1, 2002, signed by Scott W. Britzius and Derrick J. Swanson, P.E Test report under ASTM D 1761, HGAM 10, Stork Twin City Testing Corporation, Project No , September 23, 2002, signed by Thaddeaus Harnois and John D. Lee, P.E. 6.7 KCBQ Series: Engineering calculations for design capacities, United Steel Products Company, October 31, 2001, signed and sealed by Thomas A. Kolden, P.E Test reports under ASTM D 1761, Stork Twin City Testing Corporation, Project No , September 10, 2001, signed by Scott W. Britzius and Derrick J. Swanson, P.E. 6.8 KCCQ & KECCQ: Engineering calculations for design capacities, United Steel Products Company, October 31, 2001, signed and sealed by Thomas A. Kolden, P.E Test reports under ASTM D 1761, Stork Twin City Testing Corporation, Project No , September 24, 2001, signed by Scott W. Britzius and Derrick J. Swanson, P.E. 7.0 CONDITIONS OF USE The ICC-ES Legacy Evaluation Subcommittee for the National Evaluation Service finds that the USP Lumber Connectors described in this report complies with the 2000 International Building Code with 2002 Accumulative Supplement, the 2000 International Residential Code with 2002 Accumulative Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code, the 1997 Uniform Building Code, and the 1998 International One and Two Family Dwelling Code subject to the following conditions: 7.1 This Evaluation Report and the manufacturer s published installation instructions, when required by the building official, shall be submitted at the time of permit application. 7.2 Connector loads are determined in accordance with the applicable Code. The allowable loads shall not exceed those shown in the tables of this report. Loads in the tables are predicated on the use of fasteners indicated in the tables, wood with a minimum specific gravity of 0.55 for GTU Series and 0.50 for HTHJ Series and lumber moisture content less than 19 percent. The scope of this Evaluation Report is limited to use of these connectors with lumber that has not been pressure treated with chemicals such as those for fire-retardant treatment and preservative treatment. Re-Issued June 1, 2002 Revision A July 1, 2003 back to the NES home page 7.3 Allowable loads in the attached tables are for connectors only. All framing members shall be designed in accordance with the requirements of their appropriate design specifications as referenced in the applicable Model Code 7.4 Loads designated as "normal" loads are permitted to be increased for duration of load in accordance with the 1997 AFPA National Design Specification for Wood Construction up to the allowable tabulated for 115%, 125%, 133% and 160%.

5 Page 5 of Calculations are to be submitted at time of permit application. The individual performing such calculations shall possess the necessary credentials regarding competency and qualifications as required by the applicable Code and the professional registration laws of the state where the construction is undertaken. 7.6 This report is subject to periodic re-examination. For information on the current status of this report, consult the ICC-ES website.. GENERAL NOTES FOR ALL TABLES 1. Allowable loads shown are in pounds. Dimensions are in inches. 2. Unless noted otherwise nails are common wire nails of the penny weight noted in the tables. Nails shall comply with Federal Specification FF-N-105B and shall have the following minimum bending yield strengths, F yb. 8d, D = in., F yb = 100,000 psi 10d, D = in., F yb = 90,000 psi 16d, D = in., F yb = 90,000 psi 3. Bolts are ASTM A Wood screws WS3 and WS15 are 1/4 inch nominal screws manufactured by USPC. 5. Loads designated as "Normal" shall be permitted to be increased for duration of load under the NDS up to the allowable load tabulated for 115%, 125%, 133% and 160%.. 6. "Uplift" loads have been increased 1.33 and 1.60 for wind load and no further increases are permitted. 7. Allowable loads noted in the Design Tables are for fasteners only. All framing members shall be designed in accordance with the requirements of their appropriate design specifications as referenced in the Code. 8. Load capacities in the Design Tables are valid for Douglas Fire with a Specific Gravity of G = 0.50 for all series except the GTU Series uses Southern Pine with a Specific Gravity of G = 0.55 for GTU. If the connectors are used on lesser grades or other types of wood than those specified in this report, load capacities shall be verified by tests or calculations by a registered engineer. 9. Beams or headers supporting joists shall have the following minimum widths based on nail sizes attaching the hangers to the beams or headers: Nail 8d 10d 16d Size of Beam or Header width 1.57 inches 1.78 inches 1.94 inches 10. Nails completely penetrating 2x joists or rafters shall be clinched downward. 11. The connectors have not been evaluated for simultaneous loading conditions. 12. Concrete shall be normal weight having a minimum compressive strength of 2,.500 psi 13. SI Units conversions: 1 in. = 25.4 mm, 1 lbf = 4.5 N 14. A review of the dimensions shown in the Tables and Figures is outside the scope of this Evaluation Report.

6 Page 6 of 11 Table 1 - HTHJ Series Figure 1 - HTHJ Hip/Jack Connectors

7 Page 7 of 11 Table 2 - GTU Series Figure 2 - GTU High Uplift Girder Truss Hangers

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